Original source · versioned page text
Appendix F
STORMWATER
MANAGEMENT
PLAN
FOR
NOOSA CARE – TEWANTIN
AT
COOROY – NOOSA ROAD
April, 2011 - 09568
[OCR of page images]
TODCONSULTING
STORMWATER
MANAGEMENT
PLAN
FOR
NOOSA CARE — TEWANTIN
AT
COOROY — NOOSA ROAD
April, 2011 - 09568 ||
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Page 2
20 Mary St, Noosaville Qld 4566
PO Box 61 Noosaville Qld 4566
P: 07 5449 9600
F: 07 54499494
E: [email protected]
www.todconsulting.com
CONTENTS
1. INTRODUCTION
1.1 PROJECT OVERVIEW
1.2 INTENT OF S.M.P
1.3 DESIGN PHILOSOPHY
2. S.M.P IMPLEMENTATION
2.1 RAINWATER HARVESTING
2.2. HYDROCARBON CAPTURE
2.3 NO NET INCREASE IN OVERALL DISCHARGE
3. DESIGN
3.1 2 YEAR HYDROGRAPHIC REPORT
3.2 10 YEAR HYDROGRAPHIC REPORT
3.3 100 YEAR HYDROGRAPHIC REPORT
4. DOCUMENTATION
4.1 EXISTING STORMWATER DRAINAGE
4.2 PROPOSED STORMWATER DRAINAGE
4.3 PROVISION FOR THE FUTURE
5. MAINTENANCE PLAN
5.1 RAINWATER HARVESTING TANK
5.2 DETENTION POND
5.3 FOX OIL AND GREASE ARRESTOR
April, 2011 - 09568
Page 3
1. INTRODUCTION
1.1 PROJECT OVERVIEW
Noosa Care Tewantin (Carramar) has engaged Paynter and Dixon to carry out a feasibility
and Development Approval for the next phase of the growth of “Noosa Care” at Tewantin.
This proposal includes two new special care buildings, an extension to the administration and
entry building, and associated car parking and service driveway. (See Appendix 1)
1.2 INTENT OF THE S.M.P.
This S.M.P. is for use by Civil and Hydraulic Engineers, Compliance Assessors, Construction
and Maintenance Contractors so that the project has minimal environmental impact and
complies with Government Legislation and Council Policies.
1.3 DESIGN PHILOSOPHY
As the special care buildings are the major portion of the construction proposed covering
some 3,000.00 square meters the total stormwater detention will be positioned adjacent to
these buildings. All clean stormwater run-off from the New Admin and Entry Block will be `
disposed of directly through new stormwater drains into the existing creek system, all
stormwater from the carpark and access driveway will be cleaned from hydrocarbon
contamination only and then be disposed of directly to the existing creek system. Individual
blocks will have their own rainwater harvesting tanks positioned adjacent to the buildings.
2. S.M.P. IMPLEMENTATION
2.1 RAIN HARVESTING
Rainwater harvesting will be implemented by the use of “Atlantis Type” underground
tanks. (See Appendix 2) the overflow from the tanks adjacent to the Special Care Buildings
must be discharged to the proposed detention pond adjacent to the Special Care Block „A‟.
The over flow from the new administration and entry block must discharge to the overland
flow path on the southern side of the Special Care Block „B‟. (See Appendix 3)
2.2 HYDROCARBON CAPTURE
Hydrocarbon capture will be undertaken by the use of Fox Gross Pollutant units (BPT 600).
These units are most successful where trash and other debris cannot be controlled and where
the potential for the presence of hydrocarbon is high but the quantities involved are minor
which is the case in staff and visitor carparking. A Fox BPT 600 will remove pollutants at
their source eliminating the duplication of catch pits (See Appendix 4)
2.3 NO NET INCREASE IN OVERALL DISCHARGE
No net increase in overall discharge will be achieved by the use of a detention pond
situated adjacent to the new Special Care Block „A‟. This pond will be designed to
detain and release water in a controlled manner to achieve a no worsening impact on the
down stream flows than that flow existing before this project commences. The detention will
take into account the un-detained run-off from the new administration and entry block, and
the new carpark.
April, 2011 - 09568
Page 4
3. DESIGN
April, 2011 - 09568
[OCR of page images]
3. DESIGN
April, 2011 - 09568 ||
Page 5
GD
7
4. POST DEVELOPED
BLOCK A & B QD
(CATCHMENT 3) 4
\ 5. POST DEVELOPED
\ CARPARK AND
\ ADMIN/ENTRY BLOCK
L | (CATCHMENT 1 & 2)
@ 6. DETENTION /
_ 7 BASIN /
Yo 2. PRE DEVELOPED \ /
, BLOCK A & B LS
1. PRE DEVELOPED (CATCHMENT 3) \ /
CARPARK AND / ’
ADMIN/ENTRY BLOCK / oe
(CATCHMENT 1 & 2) /
/ 7. TOTAL
\ / POST DEVELOPED
a5
3. TOTAL
PRE DEVELOPED
NOTE: FLOWRATE FROM 7. < FLOWRATE FROM 3.
WATERSHED MODEL SCHEMATIC
N.T.S.
SITE PLAN
(1530m7)
CATCHMENT 1
LEGEND (NO DETENTION)
RAY
© | TREESTO BE REMOVED
PON
Oy]
[| TREES TO BE RETAINED
CATCHMENT 2 1300n’)
(NO DETENTION)
CATCHMENT 3 135354
(10 DETENTION)
AUXILARY
LODGE
oo
ROBENA
LODGE
PIPE IL: 9.44
ACTIVITY
BLOCK
RL 10.300,
EXISTING CARPARK UNDER
(18 BAYS)
STAFF CARP!
18 BAYS UN
ACTIVITY BLOCK
~
DOWNSTREAM
PIPE IL: 10.1
\ heia ENTRY QRIVEWAY
rw
BLANCHE WOOD
DOROTHY WARD &
LODGE
COOROY - NOOSA ROAD —
DETENTION BASIN
wee 1100 LINE
0 Q100 LINE
COPYRIGHT. These PROJECT
PROPOSED ADDITIONS TO
NOOSA CARE AGED RESIDENCES
at
COOROY-NOOSA ROAD
TEWANTIN
DRAWING TITLE
CATCHMENT PLAN
REVISED TO SUIT NEW ARCHITECTURAL LAYOUT
PRELIMINARY ISSUE
Drawing Record
I
ASSOCIATED CONSULTANT
& PAYNTER DIXON
BUILDING YOUR BUSINESS
PAYNTER DIXON QUEENSLAND PTY. LTD.
RIVE, MILTON, QLD 4064
FAX: 07-3967 4600
ENGINEERS
STRUCTURAL CIVIL
oS PRYSTUPA
Pr". VENESS
Checked
1. GRAY C._DOWDING N/A
Shee comer Delon
Zot 4 AHD
Job No. Drawing No. Issue
09568 Sk2_ [x]8] |
Page 6
1
Hydrograph Return Period Recap
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. Hydrograph Inflow Peak Outflow (cms) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 Rational ------ ------- 0.049 ------- ------- 0.067 ------- ------- 0.097 pre developed catchment 1 & 2
2 Rational ------ ------- 0.096 ------- ------- 0.130 ------- ------- 0.187 pre developed catchment 3
3 Combine 1, 2 ------- 0.145 ------- ------- 0.197 ------- ------- 0.283 TOTAL PRE DEVELOPED
4 Rational ------ ------- 0.144 ------- ------- 0.195 ------- ------- 0.281 post development catchment 3
5 Rational ------ ------- 0.074 ------- ------- 0.101 ------- ------- 0.145 post development catchment 1 & 2
6 Reservoir 4 ------- 0.091 ------- ------- 0.106 ------- ------- 0.125 DETENTION BASIN
7 Combine 5, 6 ------- 0.152 ------- ------- 0.192 ------- ------- 0.250 TOTAL POST DEVELOPED
Proj. file: J:\2009\09568_Noosacare_Inc_Carramar\Design\hydraulics\DETENTION-2-
Tuesday,ABOVE
Apr 5, GROUND05-04.gpw
2011
[OCR of page images]
1
Hydrograph Return Period Reca
Hydraflow Prooraphs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. |Hydrograph [Inflow Peak Outflow (cms) Hydrograph
No. type hyd(s) Description
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 {Rational =f wwww== f= 0.049 | ------- | ------- 0.067 | ------- | ------- 0.097 | pre developed catchment 1 & 2
2 {Rational = | wwww== f= 0.096 | ------- | ------- 0.130 | ------- | ------- 0.187 | pre developed catchment 3
3. |Combine 1,2 0 | we 0.145 | ------- | ------- 0.197 | ------- | ------- 0.283 TOTAL PRE DEVELOPED
4 |Rational =| ------ | ---=-- 0.144 | ------- | ------- 0.195 | ------- | ------- 0.281 | post development catchment 3
5 |Rational = | wwww== fH 0.074 | ------- | ------- 0.101 | ------- | ------- 0.145 | post development catchment 1 & 2
6 |Reservoir Af wreeeee 0.091 | ------- | ------- 0.106 | ------- | ------- 0.125 DETENTION BASIN
7 |Combine 5,6 0.152 0.192 0.250 TOTAL POST DEVELOPED
Proj. file: J:\2009\09568_Noosacare_Inc_Carramar\Design\hydraulics\DETENTIG8da ABPME GROQUNDO5-04.gpw
Page 7
2
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cms) (min) (min) (cum) (m) (cum)
1 Rational 0.049 1 8 30.9 ------ ------ ------ pre developed catchment 1 & 2
2 Rational 0.096 1 8 59.7 ------ ------ ------ pre developed catchment 3
3 Combine 0.145 1 8 87.1 1, 2 ------ ------ TOTAL PRE DEVELOPED
4 Rational 0.144 1 6 67.2 ------ ------ ------ post development catchment 3
5 Rational 0.074 1 6 34.7 ------ ------ ------ post development catchment 1 & 2
6 Reservoir 0.091 1 9 64.5 4 7.89 768 DETENTION BASIN
7 Combine 0.152 1 7 97.9 5, 6 ------ ------ TOTAL POST DEVELOPED
J:\2009\09568_Noosacare_Inc_Carramar\Design\hydraulics\DETENTION-2-
Return Period: 2 Year ABOVE
Tuesday,
GROUND05-04.gpw
Apr 5, 2011
Page 8
3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 1
pre developed catchment 1 & 2
Hydrograph type = Rational Peak discharge = 0.049 cms
Storm frequency = 2 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 30.9 cum
Drainage area = 0.183 hectare Runoff coeff. = 0.7
Intensity = 140.114 mm/hr Tc by User = 8.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
pre developed catchment 1 & 2
Q (cms) Q (cms)
Hyd. No. 1 -- 2 Year
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22
Time (min)
Hyd No. 1
Page 9
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 2
pre developed catchment 3
Hydrograph type = Rational Peak discharge = 0.096 cms
Storm frequency = 2 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 59.7 cum
Drainage area = 0.354 hectare Runoff coeff. = 0.7
Intensity = 140.114 mm/hr Tc by User = 8.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
pre developed catchment 3
Q (cms) Q (cms)
Hyd. No. 2 -- 2 Year
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22
Time (min)
Hyd No. 2
Page 10
5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 3
TOTAL PRE DEVELOPED
Hydrograph type = Combine Peak discharge = 0.145 cms
Storm frequency = 2 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 87.1 cum
Inflow hyds. = 1, 2 Contrib. drain. area = 0.537 hectare
TOTAL PRE DEVELOPED
Q (cms) Q (cms)
Hyd. No. 3 -- 2 Year
0.180 0.180
0.150 0.150
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2
Page 11
6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 4
post development catchment 3
Hydrograph type = Rational Peak discharge = 0.144 cms
Storm frequency = 2 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 67.2 cum
Drainage area = 0.354 hectare Runoff coeff. = 0.95
Intensity = 154.906 mm/hr Tc by User = 6.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
post development catchment 3
Q (cms) Q (cms)
Hyd. No. 4 -- 2 Year
0.180 0.180
0.150 0.150
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16
Time (min)
Hyd No. 4
Page 12
7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 5
post development catchment 1 & 2
Hydrograph type = Rational Peak discharge = 0.074 cms
Storm frequency = 2 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 34.7 cum
Drainage area = 0.183 hectare Runoff coeff. = 0.95
Intensity = 154.906 mm/hr Tc by User = 6.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
post development catchment 1 & 2
Q (cms) Q (cms)
Hyd. No. 5 -- 2 Year
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16
Time (min)
Hyd No. 5
Page 13
8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 6
DETENTION BASIN
Hydrograph type = Reservoir Peak discharge = 0.091 cms
Storm frequency = 2 yrs Time to peak = 9 min
Time interval = 1 min Hyd. volume = 64.5 cum
Inflow hyd. No. = 4 - post development catchment
Max.3 Elevation = 7.89 m
Reservoir name = DETENTION TANK Max. Storage = 21.8 cum
Storage Indication method used.
DETENTION BASIN
Q (cms) Q (cms)
Hyd. No. 6 -- 2 Year
0.180 0.180
0.150 0.150
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (min)
Hyd No. 6 Hyd No. 4 Total storage used = 21.8 cum
Page 14
9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 7
TOTAL POST DEVELOPED
Hydrograph type = Combine Peak discharge = 0.152 cms
Storm frequency = 2 yrs Time to peak = 7 min
Time interval = 1 min Hyd. volume = 97.9 cum
Inflow hyds. = 5, 6 Contrib. drain. area = 0.183 hectare
TOTAL POST DEVELOPED
Q (cms) Q (cms)
Hyd. No. 7 -- 2 Year
0.180 0.180
0.150 0.150
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
Time (min)
Hyd No. 7 Hyd No. 5 Hyd No. 6
Page 15
10
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cms) (min) (min) (cum) (m) (cum)
1 Rational 0.067 1 8 42.0 ------ ------ ------ pre developed catchment 1 & 2
2 Rational 0.130 1 8 81.2 ------ ------ ------ pre developed catchment 3
3 Combine 0.197 1 8 118.4 1, 2 ------ ------ TOTAL PRE DEVELOPED
4 Rational 0.195 1 6 91.4 ------ ------ ------ post development catchment 3
5 Rational 0.101 1 6 47.3 ------ ------ ------ post development catchment 1 & 2
6 Reservoir 0.106 1 10 87.8 4 8.03 1,198 DETENTION BASIN
7 Combine 0.192 1 6 133.3 5, 6 ------ ------ TOTAL POST DEVELOPED
J:\2009\09568_Noosacare_Inc_Carramar\Design\hydraulics\DETENTION-2-
Return Period: 10 Year ABOVE
Tuesday,
GROUND05-04.gpw
Apr 5, 2011
Page 16
11
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 1
pre developed catchment 1 & 2
Hydrograph type = Rational Peak discharge = 0.067 cms
Storm frequency = 10 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 42.0 cum
Drainage area = 0.183 hectare Runoff coeff. = 0.7
Intensity = 190.532 mm/hr Tc by User = 8.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
pre developed catchment 1 & 2
Q (cms) Q (cms)
Hyd. No. 1 -- 10 Year
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22
Time (min)
Hyd No. 1
Page 17
12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 2
pre developed catchment 3
Hydrograph type = Rational Peak discharge = 0.130 cms
Storm frequency = 10 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 81.2 cum
Drainage area = 0.354 hectare Runoff coeff. = 0.7
Intensity = 190.532 mm/hr Tc by User = 8.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
pre developed catchment 3
Q (cms) Q (cms)
Hyd. No. 2 -- 10 Year
0.150 0.150
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22
Time (min)
Hyd No. 2
Page 18
13
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 3
TOTAL PRE DEVELOPED
Hydrograph type = Combine Peak discharge = 0.197 cms
Storm frequency = 10 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 118.4 cum
Inflow hyds. = 1, 2 Contrib. drain. area = 0.537 hectare
TOTAL PRE DEVELOPED
Q (cms) Q (cms)
Hyd. No. 3 -- 10 Year
0.210 0.210
0.180 0.180
0.150 0.150
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2
Page 19
14
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 4
post development catchment 3
Hydrograph type = Rational Peak discharge = 0.195 cms
Storm frequency = 10 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 91.4 cum
Drainage area = 0.354 hectare Runoff coeff. = 0.95
Intensity = 210.827 mm/hr Tc by User = 6.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
post development catchment 3
Q (cms) Q (cms)
Hyd. No. 4 -- 10 Year
0.210 0.210
0.180 0.180
0.150 0.150
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16
Time (min)
Hyd No. 4
Page 20
15
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 5
post development catchment 1 & 2
Hydrograph type = Rational Peak discharge = 0.101 cms
Storm frequency = 10 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 47.3 cum
Drainage area = 0.183 hectare Runoff coeff. = 0.95
Intensity = 210.827 mm/hr Tc by User = 6.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
post development catchment 1 & 2
Q (cms) Q (cms)
Hyd. No. 5 -- 10 Year
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16
Time (min)
Hyd No. 5
Page 21
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 6
DETENTION BASIN
Hydrograph type = Reservoir Peak discharge = 0.106 cms
Storm frequency = 10 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 87.8 cum
Inflow hyd. No. = 4 - post development catchment
Max.3 Elevation = 8.03 m
Reservoir name = DETENTION TANK Max. Storage = 33.9 cum
Storage Indication method used.
DETENTION BASIN
Q (cms) Q (cms)
Hyd. No. 6 -- 10 Year
0.210 0.210
0.180 0.180
0.150 0.150
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36
Time (min)
Hyd No. 6 Hyd No. 4 Total storage used = 33.9 cum
Page 22
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 7
TOTAL POST DEVELOPED
Hydrograph type = Combine Peak discharge = 0.192 cms
Storm frequency = 10 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 133.3 cum
Inflow hyds. = 5, 6 Contrib. drain. area = 0.183 hectare
TOTAL POST DEVELOPED
Q (cms) Q (cms)
Hyd. No. 7 -- 10 Year
0.210 0.210
0.180 0.180
0.150 0.150
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
Time (min)
Hyd No. 7 Hyd No. 5 Hyd No. 6
Page 23
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Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cms) (min) (min) (cum) (m) (cum)
1 Rational 0.097 1 8 60.3 ------ ------ ------ pre developed catchment 1 & 2
2 Rational 0.187 1 8 116.6 ------ ------ ------ pre developed catchment 3
3 Combine 0.283 1 8 170.1 1, 2 ------ ------ TOTAL PRE DEVELOPED
4 Rational 0.281 1 6 131.3 ------ ------ ------ post development catchment 3
5 Rational 0.145 1 6 67.9 ------ ------ ------ post development catchment 1 & 2
6 Reservoir 0.125 1 11 126.2 4 8.24 2,051 DETENTION BASIN
7 Combine 0.250 1 6 191.5 5, 6 ------ ------ TOTAL POST DEVELOPED
J:\2009\09568_Noosacare_Inc_Carramar\Design\hydraulics\DETENTION-2-
Return Period: 100 Year ABOVE
Tuesday,
GROUND05-04.gpw
Apr 5, 2011
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 1
pre developed catchment 1 & 2
Hydrograph type = Rational Peak discharge = 0.097 cms
Storm frequency = 100 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 60.3 cum
Drainage area = 0.183 hectare Runoff coeff. = 0.7
Intensity = 273.721 mm/hr Tc by User = 8.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
pre developed catchment 1 & 2
Q (cms) Q (cms)
Hyd. No. 1 -- 100 Year
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22
Time (min)
Hyd No. 1
Page 25
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 2
pre developed catchment 3
Hydrograph type = Rational Peak discharge = 0.187 cms
Storm frequency = 100 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 116.6 cum
Drainage area = 0.354 hectare Runoff coeff. = 0.7
Intensity = 273.721 mm/hr Tc by User = 8.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
pre developed catchment 3
Q (cms) Q (cms)
Hyd. No. 2 -- 100 Year
0.210 0.210
0.180 0.180
0.150 0.150
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22
Time (min)
Hyd No. 2
Page 26
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Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 3
TOTAL PRE DEVELOPED
Hydrograph type = Combine Peak discharge = 0.283 cms
Storm frequency = 100 yrs Time to peak = 8 min
Time interval = 1 min Hyd. volume = 170.1 cum
Inflow hyds. = 1, 2 Contrib. drain. area = 0.537 hectare
TOTAL PRE DEVELOPED
Q (cms) Q (cms)
Hyd. No. 3 -- 100 Year
0.385 0.385
0.330 0.330
0.275 0.275
0.220 0.220
0.165 0.165
0.110 0.110
0.055 0.055
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20
Time (min)
Hyd No. 3 Hyd No. 1 Hyd No. 2
Page 27
22
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 4
post development catchment 3
Hydrograph type = Rational Peak discharge = 0.281 cms
Storm frequency = 100 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 131.3 cum
Drainage area = 0.354 hectare Runoff coeff. = 0.95
Intensity = 302.926 mm/hr Tc by User = 6.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
post development catchment 3
Q (cms) Q (cms)
Hyd. No. 4 -- 100 Year
0.330 0.330
0.275 0.275
0.220 0.220
0.165 0.165
0.110 0.110
0.055 0.055
0.000 0.000
0 2 4 6 8 10 12 14 16
Time (min)
Hyd No. 4
Page 28
23
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 5
post development catchment 1 & 2
Hydrograph type = Rational Peak discharge = 0.145 cms
Storm frequency = 100 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 67.9 cum
Drainage area = 0.183 hectare Runoff coeff. = 0.95
Intensity = 302.926 mm/hr Tc by User = 6.00 min
IDF Curve = NOOSA.IDF Asc/Rec limb fact = 1/1.6
post development catchment 1 & 2
Q (cms) Q (cms)
Hyd. No. 5 -- 100 Year
0.180 0.180
0.150 0.150
0.120 0.120
0.090 0.090
0.060 0.060
0.030 0.030
0.000 0.000
0 2 4 6 8 10 12 14 16
Time (min)
Hyd No. 5
Page 29
24
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 6
DETENTION BASIN
Hydrograph type = Reservoir Peak discharge = 0.125 cms
Storm frequency = 100 yrs Time to peak = 11 min
Time interval = 1 min Hyd. volume = 126.2 cum
Inflow hyd. No. = 4 - post development catchment
Max.3 Elevation = 8.24 m
Reservoir name = DETENTION TANK Max. Storage = 58.1 cum
Storage Indication method used.
DETENTION BASIN
Q (cms) Q (cms)
Hyd. No. 6 -- 100 Year
0.330 0.330
0.275 0.275
0.220 0.220
0.165 0.165
0.110 0.110
0.055 0.055
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38
Time (min)
Hyd No. 6 Hyd No. 4 Total storage used = 58.1 cum
Page 30
25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Apr 5, 2011
Hyd. No. 7
TOTAL POST DEVELOPED
Hydrograph type = Combine Peak discharge = 0.250 cms
Storm frequency = 100 yrs Time to peak = 6 min
Time interval = 1 min Hyd. volume = 191.5 cum
Inflow hyds. = 5, 6 Contrib. drain. area = 0.183 hectare
TOTAL POST DEVELOPED
Q (cms) Q (cms)
Hyd. No. 7 -- 100 Year
0.330 0.330
0.275 0.275
0.220 0.220
0.165 0.165
0.110 0.110
0.055 0.055
0.000 0.000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32
Time (min)
Hyd No. 7 Hyd No. 5 Hyd No. 6
Page 31
4. DOCUMENTATION
4.1 EXISTING STORMWATER
Existing stormwater drainage see attached Tod Noosa Plan number 09568 SK1
(Appendix 5)
4.2 PROPOSED STORMWATER DRAINAGE
Proposed stormwater drainage plan, see attached Tod Consulting Plan Number 09568 SK3
(Appendix 6)
4.3 PROPOSED FUTURE STORMWATER
Proposed future stormwater drainage plan showing over land drainage paths and future
building sites, see Tod Consulting Plan number 09568 SK4 (Appendix 7)
5. MAINTENANCE PLAN
5.1 RAINWATER HARVESTING TANK
Rainwater harvesting tanks must have an inlet filtration unit which will collect silt, leaves
and any other debris before water enters the tank. This filtration unit must be thoroughly
cleaned every 3 months and after all storm events which may have added large volumes of
debris into the filter. This maintenance work is to be carried out by “Noosa Care” ground
staff and be clearly written into the job description for the person responsible.
5.2 DETENTION POND
Detention pond maintenance will consist of regular cleaning of the pre-entry filtration unit
every 3 months and or after every storm event which has deposited silt, leaves or other debris
into the pond. This maintenance work is to be carried out by “Noosa Care” ground staff and
be clearly written into the job description for the person responsible. The volume of the
Detention Pond is to be checked every 12 months and silt build up is to be removed using a
bobcat or similar machine.
5.3 FOX OIL AND GREASE ARRESTOR
Fox gross pollutant collector units (BPT 600) have a 50 litre capacity basket which
collects silt. This basket must be inspected and cleaned out every 3 months and after all
storm events which may have deposited silt and other debris into the basket. This
maintenance work is to be carried out by the “Noosa Care” ground staff and be clearly
written into the Job Description for the person responsible. The hydrocarbon capture chamber
has a capacity of 330 litres and must be pumped out every 3 months or when the level of
hydro carbon reaches 300 litres. This work is to be contracted to a specialist waste
disposal company who can suck up the hydrocarbons into a tanker and removed from site to
be recycled.
April, 2011 - 09568
Page 32
APPENDIX 1
April, 2011 - 09568
[OCR of page images]
APPENDIX 1
April, 2011 - 09568 ||
Page 33
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Page 34
APPENDIX 2
April, 2011 - 09568
[OCR of page images]
APPENDIX 2
April, 2011 - 09568 ||
Page 35
| hic Harvesting (Re-use Tank) | 2 ooy R 1inwater Harvesting Tank The Atlantis® Re-use System has see Mt proven effective in providing a regular == Atlantis® Drainage Cell clean water supply for domestic and commercial applications. How It Works! Atlantis® Matrix® Washed The system captures water from both ; Filtration Tank Modules fon a Pump no tines landscaped areas through surface Unit (small) infiltration and from roof areas which are’ | filtered through an Atlantis® Filtration Unit. Clean water is retained within the storage area away from harmful U.V. light and heat remaining cool i underground readily available for re- ia use. Applications: Typical applications include flushing toilets, in washing machines, watering gardens. and washing cars. NN A 20 n oe
Page 36
APPENDIX 3
April, 2011 - 09568
[OCR of page images]
APPENDIX 3
April, 2011 - 09568 ||
Page 37
——je> EXISTING OVERLAND FLOW PATH !
(TOREMAIN) >
WIER = RL 8.65 x 2.0m WIDE
TOP BUND = RL 9.25 \ / TOP BUND = RL 9.25
/ BOTTOM BUND = RL 9.00 DETENTION TWL = RL 8.65 \ /
BATTERED BANK
SS
= {URW P<CSth\~ —— 2
— BASE RL_7.50 _ ——
NATURAL SURFACE ni BASE = 6.0m x 5.5m ri am
-
NATURAL SURFACE ‘stens | NEW SPECIAL/CARE BUILDING 6.0m |
oom |
BLOCK (A) |
DETENTION BASIN SECTION A ™ | aus
SCALE ‘400 NATURAL AT At TOP BUND /
SCALE 1.200 NATURAL AT A3 ROBENA _ ovret 7
LODGE | DISCHARGE
call = RL |
! RL |
| | 7 NTION TWL = RL 8.65 'f
100 DEPTH = 0.74m
ESCOTT PPE bs 9.40 4 BATTER MAX. WATER DEPTH = 1.15m 7
CURRENT DRAINAGE SYSTEM TO BE LODGE 7)
|
LOCATED AND CONNECTED AS
APPROPRIATE INTO NEW WORK.
| /
NEW SPECIAL on
\
\
t
“t EXISTING CARPARK UNDER \ ‘OVERLAND FLOW PATH
EXISTING mos \
ADMIN STAFF CARPARKING Ru ALP. \ \
18 BAYS UNDER | TINEW ADMIN & \\ \
ACTIVITY BLOCK HIG
SITE PLAN ENTRY BLOGK PONT \ \ |
| RL 10300 \ | \ |
et — et —(es CURRENT DRAINAGE SYSTEM 10 BE ! a | 4 .
LOCATED AND CO}
SCALE 1400 AT AT APPROPRIATE INTO N N LORIVENAY ots OVERLAND FLOW PATH \ S
SCALE 1800 AT A3 aie © UR, x >» ~ ~
sla Q ~s SON *
ne \/e
oN ws \ N
JOWNSTREAM _—_
len emracagenay N L 7 NEW HEADWALL \ |
mmmmme DENOTES EXISTING STORMWATER PIPE
DOROTHY WARD & HI
BLANCHE WOOD
LODGE
\QUSN
s
mmmmmmms =» DENOTES PROPOSED STORMWATER PIPE
(
|
I |
| Xx
) oN
CARPARKING SAYS (49 BAYS) ? / \
| , &
tin [ LLL wap
+ =
Ss
N ~
~
K.LP. eNotes KERB INLET PIT
S.LP. DENOTES SURFACE INLET PIT
FOX DENOTES FOX BPT600 GROSS POLLUTANT COLLECTION PIT
JP. DENOTES JUNCTION PIT
U.R.H.T. DENOTES UNDERGROUND RAINWATER HARVESTING TANK
eee 0100 LINE
ads
ee COOROY = NOOSA ROAD eg TOD
OM ar me me -
PROJECT DRAWING TITLE ASSOCIATED CONSULTANT
PROPOSED ADDITIONS TO PROPOSED STORM
PAYNTER DIXON
NOOSA CARE AGED RESIDENCES WATER WORKS PLAN & BUILDING YOUR BUSINESS
ENGINEERS
at
oUtWTV SS ROAD NN DRIVE, MILTON, QLD 4064 STRUCTURAL CIVIL
B TO SUIT NEW ARCHITECTURAL LAYOUT eres
* Drawing No. Issue
sk3_ [x78] |
I
Page 38
APPENDIX 4
April, 2011 - 09568
[OCR of page images]
APPENDIX 4
April, 2011 - 09568 ||
Page 39
Gs = > « ENVIRONMENTAL SYSTEMS Fox Model BPT600 Gross Pollutant Collection Unit with High Flow By-pass - Specifications and Performance Rating Fox Model Number Description Outlet Pipe Chamber Material Chamber Volume Silt Basket Material Total Silt Capacity - Chamber Total Silt Capacity —- Basket Grate Treatable Flow rate* Maximum Flow rate (ln By—pass)* Sediment Removal > 0.8mm mesh* Hydrocarbon Capture* Retention at By—pass Flow rate* BPT600 Surface — In Gross Pollutant Trap (GPT) 150 Dia. 12mm Medium Density Polyethylene 330 Litres Medium Density Polyethylene 40 Litres 50 Litres 600 Sq. Heavy Duty — Lockable 5 Litres / sec. 20 Litres / sec. > 99% > 95% 100% “Flow rate and Treatment Efficiencies determined during Full Scale Testing performed at Caloundra and under the directions of a qualified Hydraulic Consulting Engineer. A full test report is available on request. Fox Environmental Systems Pty Ltd Unit 2, 8 Dual Avenue Warana QLD 4575 Ph. (07) 5437 8455 | Fax (07) 5437 8488 | [email protected] | www.foxenviro.com.au
Page 40
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Page 41
APPENDIX 5
April, 2011 - 09568
[OCR of page images]
APPENDIX 5
April, 2011 - 09568 ||
Page 42
——f> OVERLAND FLOW PATH
AUXILARY
LODGE ‘
fA OVERLAND FLOW.
-—3s
J )
rea ™ )
‘OVERLAND FLOW -~
ve
7 Q100 LINE
BUTLER
LODGE
ROBENA
LODGE
ESCOTT
LODGE
JU a
LEGACY
LODGE
aT | Lh
, EXISTING |
Ly ADMIN [
EXISTING CARPARK UNDER
(18BAYS)
MACDONALD
LODGE
Y OVERLAND FLOW ’
EXISTING
SHED
MARGARET &
ANGUS
LODGE
DOROTHY WARD &
BLANCHE WOOD
LODGE
LEGEND
) TREES TO BE RETAINED
mee 0100 LINE
_ _—
\ _
ab 20 6 10 5 0 25m
SCALE 1:400 AT At
SCALE 1:800 AT A3
PROJECT DRAWING TITLE ASSOCIATED CONSULTANT
TOD CONSULTING PTY. LTD.
PROPOSED ADDITIONS TO EXISTING SITE
NOOSA CARE AGED RESIDENCES STORM WATER PLAN Go EAYNTER DIXON || TOD
at ENGINEERS
COOROY-NOOSA ROAD Boe a ee ee mam ~StéS — mm a
TEWANTIN pc me, pa a
Ree yeu ARCHITECTURAL LAYOUT Su Me < Travng to an
Drawing Record ) 09568 SK1 x] B | |
Page 43
APPENDIX 6
April, 2011 - 09568
[OCR of page images]
APPENDIX 6
April, 2011 - 09568 ||
Page 44
——je> EXISTING OVERLAND FLOW PATH !
(TOREMAIN) >
WIER = RL 8.65 x 2.0m WIDE
TOP BUND = RL 9.25 \ / TOP BUND = RL 9.25
/ BOTTOM BUND = RL 9.00 DETENTION TWL = RL 8.65 \ /
BATTERED BANK
SS
= {URW P<CSth\~ —— 2
— BASE RL_7.50 _ ——
NATURAL SURFACE ni BASE = 6.0m x 5.5m ri am
-
NATURAL SURFACE ‘stens | NEW SPECIAL/CARE BUILDING 6.0m |
oom |
BLOCK (A) |
DETENTION BASIN SECTION A ™ | aus
SCALE ‘400 NATURAL AT At TOP BUND /
SCALE 1.200 NATURAL AT A3 ROBENA _ ovret 7
LODGE | DISCHARGE
call = RL |
! RL |
| | 7 NTION TWL = RL 8.65 'f
100 DEPTH = 0.74m
ESCOTT PPE bs 9.40 4 BATTER MAX. WATER DEPTH = 1.15m 7
CURRENT DRAINAGE SYSTEM TO BE LODGE 7)
|
LOCATED AND CONNECTED AS
APPROPRIATE INTO NEW WORK.
| /
NEW SPECIAL on
\
\
t
“t EXISTING CARPARK UNDER \ ‘OVERLAND FLOW PATH
EXISTING mos \
ADMIN STAFF CARPARKING Ru ALP. \ \
18 BAYS UNDER | TINEW ADMIN & \\ \
ACTIVITY BLOCK HIG
SITE PLAN ENTRY BLOGK PONT \ \ |
| RL 10300 \ | \ |
et — et —(es CURRENT DRAINAGE SYSTEM 10 BE ! a | 4 .
LOCATED AND CO}
SCALE 1400 AT AT APPROPRIATE INTO N N LORIVENAY ots OVERLAND FLOW PATH \ S
SCALE 1800 AT A3 aie © UR, x >» ~ ~
sla Q ~s SON *
ne \/e
oN ws \ N
JOWNSTREAM _—_
len emracagenay N L 7 NEW HEADWALL \ |
mmmmme DENOTES EXISTING STORMWATER PIPE
DOROTHY WARD & HI
BLANCHE WOOD
LODGE
\QUSN
s
mmmmmmms =» DENOTES PROPOSED STORMWATER PIPE
(
|
I |
| Xx
) oN
CARPARKING SAYS (49 BAYS) ? / \
| , &
tin [ LLL wap
+ =
Ss
N ~
~
K.LP. eNotes KERB INLET PIT
S.LP. DENOTES SURFACE INLET PIT
FOX DENOTES FOX BPT600 GROSS POLLUTANT COLLECTION PIT
JP. DENOTES JUNCTION PIT
U.R.H.T. DENOTES UNDERGROUND RAINWATER HARVESTING TANK
eee 0100 LINE
ads
ee COOROY = NOOSA ROAD eg TOD
OM ar me me -
PROJECT DRAWING TITLE ASSOCIATED CONSULTANT
PROPOSED ADDITIONS TO PROPOSED STORM
PAYNTER DIXON
NOOSA CARE AGED RESIDENCES WATER WORKS PLAN & BUILDING YOUR BUSINESS
ENGINEERS
at
oUtWTV SS ROAD NN DRIVE, MILTON, QLD 4064 STRUCTURAL CIVIL
B TO SUIT NEW ARCHITECTURAL LAYOUT eres
* Drawing No. Issue
sk3_ [x78] |
I
Page 45
APPENDIX 7
April, 2011 - 09568
[OCR of page images]
APPENDIX 7
April, 2011 - 09568 ||
Page 46
—je> EXISTING OVERLAND FLOW PATH
(To REMAN)
mE CRE TORTaRD,>
SS RE Za
7
7 NX ==
AUXILARY
LODGE
EXISTING
SHEDS (|
2
a NEW SPECIAL/GARE BUILDING
~ BLOCK (A)
“N NR 10380
Q100 LINE
\ sks oo / 7
hf /
ROBENA
LODGE
BUTLER
LODGE
YS
/ /
NEW SPECIAL CARE BUILDING \
BLOCK (B)
RL 10.350,
PIPE IL: 9.66
Qs
ESCOTT |
LODGE t
EXISTING CARPARK UNDER
(18BAYS)
STAFF CARPARKING
18 BAYS UNDER
ACTIVITY BLOCK
EXISTING
ADMIN
[NEW ADMIN &
| ENTRY BLOGK
| RL 10300 \
MACDONALD
LODGE
NEW DRIVEWAY 7 y J > — _I \
obs OVERLAND FLOW PATH | Kk
Ss = \
ri RS ~N
(X \
EXISTING ree 1.4 \\, levemravoayenay
| SHED MARGARET & DOROTHY WARD & l
>= ANGUS BLANCHE WOOD
LODGE LODGE
me 0100 LINE
ee” a _————
SCALE 1400 AT At oo TS ee co ee :
ee pe ee O0ROY NOOSA ROAD _(g PDE
gremteee PROJECT DRAWING TITLE ASSOCIATED CONSULTANT
e2=22-|| PROPOSED ADDITIONS TO PROVISION FOR
NOOSA CARE AGED RESIDENCES FUTURE STORM Gd PAYNTER DIXON TOD
at WATER WORKS PLAN ENGINEERS ~
COOROY-NOOSA ROAD ocean STRUCTURAL em sone |= wn
TEWANTIN pocorn =
REVISED TO SUIT NEW ARCHITECTURAL LAYOUT
PRELIMINARY ISSUE - {ese
~~“ 1 sa [xD] |